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Pelamis Wec - Main Body Structural Design and Materials Selection PELAMIS WEC - MAIN BODY STRUCTURAL DESIGN AND MATERIALS SELECTION V/06/00197/00/00/REP DTI URN 03/1439 Contractor Ocean Power Delivery Ltd. Prepared by Dr. Colin Anderson The work described in this report was carried out under contract as part of the DTI New and Renewable Energy Programme, which is managed by Future Energy Solutions. The views and judgements expressed in this report are those of the contractor and do not necessarily reflect those of the DTI or Future Energy Solutions. First Published 2003 © Crown Copyright 2003 EXECUTIVE SUMMARY Objectives This report describes an assessment of the potential use of different primary structural materials for the Pelamis wave energy converter (WEC) segment, which comprises the main buoyancy element of the machine. The main objective was to identify economic improvements for future commercial Pelamis, against targets of pre-installed cost of less than £1000/kW and cost of generation below 5p/kWh within three years. The four cylindrical segments supply 90% of the WEC’s displacement, and on the prototype account for 50% of the structural budget. Introduction The work described forms part of an overall strategy to refine the Pelamis WEC design for long ­ term cost reduction, and was supported by the DTI Sustainable Energy Programme under grant V-06-00197, (“Pelamis WEC - Main Body Structural Design and Materials Selection ”). The project was conducted in parallel with a near-term programme of prototype manufacture and evaluation, which is also being supported by the DTI Programme under grant V-06-00198. Summary of work programme The project initially considered a number of materials for the Pelamis segment, all of which have seen prior use in relevant applications such as the marine and offshore industries, wind energy, and civil construction. The list comprised rolled steel (as per the prototype), Glass Reinforced Plastic (GRP), wood-epoxy laminate, and concrete (in a number of different forms, some including fibre reinforcement). The candidate structures were assumed to be either single-skin shells and/or, in the case of GRP, sandwich construction. A load spectrum was drawn up on the basis of experiment and theory, and a subset of key loads identified in order to assess each candidate structure with regard to a number of strength and elastic stability criteria. The main load cases included the extreme bending moment and shear force, hydrostatic loading under maximum immersion, extreme torsional load due to mooring forces, and lifetime bending fatigue spectrum. The minimum material requirement for each of the candidate structures was then assessed in regard to the above loads. The results indicated that steel, concrete, and GRP could all provide economically viable solutions, although the last of these would need to be in sandwich form; due to elastic buckling constraints, a single-skin GRP construction would be too heavy. Wood-epoxy laminate was found to be viable under all load cases except for fatigue, which dictates an uneconomically high wall thickness. The options for concrete were narrowed down to thatof a relatively conventional reinforced product with steel post-tensioning system. Without post-tensioning concrete is not viable in this application due to the high bending load requirement. A consequential result is that fibre reinforcement, including modern developments such as carbon or steel fibres, would bring no real advantage while considerably increasing costs. On the basis of the preliminary screening exercise the choice of structures was reduced to the following three: GRP sandwich • Post-tensioned reinforced concrete • Steel (20mm wall) The first two of these options were subsequently assessed in detail via subcontracts placed with external specialists. Fibagroup, a volume manufacturer of filament wound composite products, dealt with the GRP option while Arup Energy, a major civil contractor involved in the UK offshore sector carried out the work on concrete. In both cases the brief included outline design and economic appraisal, with a view to long-term manufacture. The 20mm steel segment was assessed in-house by OPD, due to its similarity to the prototype design. Summary of key results The results of the Fibagroup work indicated that a GRP segment could be manufactured with a weight of 10-12 tonnes, using a combination of filament wound and rolled GRP laminates. The recommended materials are relatively standard isopthalic polyester resin and E-glass, with some more specialised materials incorporated in the inner and outer skins to reduce permeability. The implications for volume manufacture were considered, and recommendations made for the most appropriate manufacturing location and facilities. In high volume manufacture a cost price of £32.5k is estimated for the GRP segment, assuming a 10-tonne weight and manufacture in the UK. The Arup Energy subcontract identified a suitable arrangement for a concrete segment, based on 125mm wall thickness and post tensioning system comprising eight steel tendons in four groups of two. The tendon preload is designed to sustain the extreme bending moment while keeping the concrete everywhere in compression. Thickness of concrete cover is chosen for shear and handling strength, and to ensure adequate corrosion protection of the steel reinforcement. Arup considered a number of options for manufacture of the tubes including vertical and horizontal slip-form, and jump-form. The preferred method is horizontal manufacture, using either discrete pre-cast rings or a single-piece construction. The costing exercise included obtaining quotations from potential contractors, with the estimated cost of a one-off prototype segment as £47k, and a cost in volume production of £30k per segment assuming the existence of bespoke manufacturing facilities but neglecting property costs. Parallel work by OPD on the concrete option included (a) the concept design of steel end-caps suitable for interfacing to the segment, making use of the post-tensioning system to locate and secure them, and (b) fatigue analysis of the steel tendons, comparing the results of Arup with a calculation based on first principles. The results of the first of these studies indicate that the end caps for a concrete tube may in principle be less complex and cheaper to produce than those of the reference steel design, due to the thicker concrete wall. The work on fatigue indicated a gap in the knowledge for tendon fatigue under conditions of high preload. The endurance data suggested by Arup are taken from a UK HSE offshore report thatmay not be entirely applicable, while the alternative analysis based on DNV-approved data and a first principles approach to fatigue design yields much more conservative results. It is concluded that while post-tensioned concrete has in principle very good fatigue properties, more work is needed on this critical aspect of the design. For the option of a steel segment with 20mm wall, reduced from the 25mm of the prototype, the issues raised include increased corrosion risk, and the need to avoid circumferential welds to keep fatigue stresses within DNV limits. In general, corrosion and fatigue are the drivers for this design, for which high quality surface coating (epoxy paint) is essential. This is not the case with the ii options of GRP and concrete, and the additional cost is a disadvantage for steel: the budget cost of the 20mm wall segment is estimated as £34.3k in high volume manufacture without surface coating, and £48k with epoxy paint protection. The range of cost estimates for the basic segment, considering the three preferred options, is therefore in the range £32-48k. This promises a 20-50% cost reduction by comparison with the prototype design, depending on the choice of technology. In comparing the options, however, the study also considered ancillary issues such as rigidity, weight and ballasting, corrosion, damage tolerance, reparability, environmental cost of production, and disposability. Conclusions and recommendations A comparative points system, though semi-qualitative, indicated that concrete is significantly superior to the GRP and steel options, which have broadly equal ranking. The comparison table is reproduced below. In general concrete showed the greatest number of advantages, including: • Lowest production cost. • Highest rigidity under extreme hydrostatic loading. • Minimal (and potentially zero) ballasting requirement. • Facilitating a simpler end cap design. • No structural requirement for surface coating. On the basis of this study it is therefore recommended that a post-tensioned concrete segment be used for future commercial Pelamis machines. The following recommendations are made for initial steps in the design and verification process for a concrete segment: • Further research and verification of fatigue rules for post-tensioning strand under high preload. • Full design exercise for end-caps suitable to interface to a concrete segment. • Re-assessment of the requirement for internal bulkheads. • A full-scale fatigue test if and when a prototype concrete segment is built. The requirement for fatigue testing is particularly highlighted, as the concrete Pelamis segment experiences a higher ratio of fatigue to static (deadweight) loading than conventional civil structures, and there may be no reliable precedents for the fatigue design. iii SUMMARY TABLE. Qualitative ranking of the three preferred design options. CRITERION Thin-walled steel tube GRP sandwich Post-tensioned (20mm) construction concrete tube Segment
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